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HomeMy WebLinkAboutDrainage Reports - 02/29/2012 (2)Landma J11 (E!tEr-Ir1 City of Ft. CollinT rove ) Plans Approved By Date �L- —0 --1)- FINAL DRAINAGE REPORT FOR THE ISLAMIC CENTER OF FORT COLLINS, LARIMER COUNTY, FORT COLLINS, COLORADO Engineers Planners Surveyors Architects Geotechnical FINAL DRAINAGE REPORT FOR THE ISLAMIC CENTER OF FORT COLLINS, LARIMER COUNTY, FORT COLLINS, COLORADO Prepared for: Islamic Center of Fort Collins 900 Peterson Street Fort Collins, CO 80524 Contact: Mumtaz Hussain MUMTAZ_HUSSAIN39@HOTMAIL.COM December, 2011 Project No. ISLAMC- I G813-01-304 CONSULTING ENGINEER LANDMARK ENGINEERING, LTD. 3521 West Eisenhower Blvd. Loveland, CO 80537 Ph: (970) 667-6286/Toll Free (866)-379-6252 ngineers Planners Surveyors Architects <3 1 Erigi neeri r-)g Loveland 970-667-6286 Toll Free 866-379-6252 Fax 970-667-6298 ww w. landmarkltd.com December, 2011 Prot1ect No I G813-01-304 3521 West Eisenhower Blvd. Loveland, Colorado 80537 Wes Lamarque, P.E. City of Fort Collins Stormwater ' 700 Wood Fort Collins, CO 80521 ' RE: Final Drainage Report for the Islamic Center of Fort Collins Dear Wes, ' Enclosed, please find the Final Drainage Report for the proposed improvements for the Islamic Center located in the Southwest Quarter of Section 14, Township 7 North, Range 69 West of the 6th Principal ' Meridian. The proposed site is also located between West Lake Street and Prospect Road and the east end of Summer Street. The 3-acre site consists of an open area covered in native grasses and assortment of trees near the property line between West Lake Street and Prospect Road. The project ' consists of an Islamic Center building, associated parking, drainage facilities, and utilities to be installed on the site. If you have any questions regarding this report, please contact me. ' Sincerely, ' LANDMARK ENGINEERING, LTD. 7elle�-2 ' Jeff Olhausen, P.E. ' JO/mc CERTIFICATION I hereby certify that this report (plan) for the final drainage design of the Islamic Center Project was prepared by me (or under my direct supervision) for the owners thereof and meet or exceed the criteria in the City of Fort Collins Design Standards. Prepared By and Approved By: Jeffrey D. Olhausen Colorado P.E. 37659 Seal: Off• V• 3 659: TABLE OF CONTENTS SECTION I - EXECUTIVE SUMMARY...............................................................Page No. Introduction1-1 - 1 Findings, Conclusions and Recommendations................................................................ 1-1 & 1-2 1) Existing Drainage Patterns ' 2) Proposed Detention Facilities and Drainage Patterns 3) On -site Storm Drainage System ' SECTION 2 - PROJECT DESCRIPTION Location and Project Description.................................................................................................. 2-1 Vicinity/Basin Map..............................................................................................................................2-2 ' Soil/Basin Map.....................................................................................................................................2-3 SECTION 3 - DRAINAGE FACILITY DESIGN GeneralConcept...............................................................................................................................3-1 ' Details for On -site Storm Drainage System.........................................................................3-1-3-2 DetentionPond....................................................................................................................... 3-2-3-3 ' SECTION 4 — DETENTION POND / WEST LAKE STREET RELEASE RATE ANALYSIS VARIANCE IdentifyingIssue................................................................................................................................. 4-1 ' Proposing Alternative Design......................................................................................................... 4-1 Comparingto Standards..................................................................................................................4-2 Justification.......................................................................................................................................... 4-2 SECTION 5 - SOILS Natural Resources Conservation Service.................................................................................... 5-1 SECTION 6 - EROSION AND SEDIMENT CONTROL Erosion and Sediment Control Measures............................................................................6-1- 6-2 Erosion Control Estimate of Cost................................................................................................. 6-2 APPENDIX City of Fort Collins Drainage Standards Detention Pond Calculations Basin Calculations Flowmaster — Gutter and Sidewalk Calculations Storm Cad — Pipe & Inlet Runs UD-Inlet Calculations Area Inlet Sizing with 50% Clogging Factor Water Quality Outlet Structure & Overflow Weir West Side, West Parking Lot Pan Calculations Map Pockets: Historic Drainage Exhibit Developed Drainage Plan Storm Water Management Plan U ' SECTION I EXECUTIVE SUMMARY This section explains the purpose of the Drainage Study and presents a summary of the major findings ' and recommendations. The development of the recommendations is presented in the following sections of the report. Introduction The property being considered in this Drainage Study is for an Islamic Center located in the Southwest Quarter of Section 14, Township 7 North, Range 69 West of the 6rh Principal Meridian, and is within the ' City limits of Fort Collins, Colorado. The proposed site is also located between West Lake Street and Prospect Avenue and the east end of Summer Street. The 3-acre site consists of an open area covered in native grasses and assortment of trees near the property line between West Lake Street and ' Prospect Road. The project consists of an Islamic Center building, parking, drainage facilities, and utilities to be installed on the site. The main access to the site is from West Lake Street with a secondary access at Summer Street. ' The purpose of this Drainage Study is to provide comprehensive drainage planning for the development. This includes identifying and defining conceptual solutions to drainage problems which may occur on -site ' and off -site as a result of this development, and identifying drainage structures and other drainage features which should be included in the development plans to provide a complete, safe and economical drainage system design. A fundamental objective of this Drainage Study is to develop a visionary ' drainage plan that can be understood, implemented, and controlled effectively. This Drainage Study evaluates the existing drainage patterns of the site and identifies future drainage patterns for the development based on the subdivision plat, the proposed grading plan, and other ' existing site constraints. This includes evaluating historical runoff, investigating routing for design storms through the development, determining what improvements and structures are necessary along with required design capacity, and evaluating off -site drainage which may affect or be affected by the tdevelopment. The City of Fort Collins Storm Drainage Criteria Manual dated May 1984 (Revised April 1997) has been ' utilized for planning drainage facilities. A major storm drainage system and a minor storm drainage system have been planned and designed as shown on the accompanying Drainage Exhibit. The major storm drainage system is designed to convey runoff from a 100-Year storm through the development in a manner which minimizes health and life hazards, damage to structures and interruption to traffic and services. The minor storm drainage system is designed to convey runoff from a 10-Year storm and/or nuisance flows, through the development with a minimum of disruption to the urban environment. ' Findinis, Conclusions and Recommendations The principal findings, conclusions, and recommendations which arise out of this Drainage Study are ' presented below. These findings are supported by the detailed material presented in the body of the report. I I ) Existing Drainage Patterns ' The site is located within the Old Town and Canal Importation Basins. The two basins are divided by a high point in the site located one quarter of the distance north of West Prospect Avenue between ' West Prospect Avenue and West Lake Street. Stormwater from the Southern draining portion of the site follows existing surface drainage patterns in a southwesterly direction at an approximate slope of 2.6%, discharging into the curb and gutter flowline of West Prospect Avenue which flows to the west. ' Storm water from the Northern draining portion of the site follows existing surface drainage patterns in a northeasterly direction at an approximate slope of 2.2%, discharging into the curb and gutter flowline of West Lake Street which flows to the east. Neither West Prospect Avenue nor West Lake Street has ' any existing storm drain pipes adjacent to the site to discharge into. Existing and developed flows must utilize the existing street flowlines as their respective drainage outfalls. 2) Proposed Detention Facilities and Drainage Patterns ' It is proposed that the Northern draining portion of the site, which is to be developed, shall be routed to an on -site detention pond. The proposed pond will discharge into the existing flowline of West Lake ' Street. The Southern draining portion of the site, which will have a sidewalk connection through it, will continue to drain to the curb and gutter flowline of West Prospect Avenue as it has historically, without any detention facilities. ' 3) On -site Storm Drainage System ' The on -site storm drainage system as shown on the Developed Drainage Exhibit, utilizes the gutter flow capacity of the parking lots, sidewalk chases, concrete pans, and overland flow, to route storm water to the proposed storm drains and detention facilities. The detention pond utilizes a series of concrete ' pans and retaining walls to achieve the required pond volume. 1 1 1-2 ' SECTION 2 PROJECT DESCRIPTION ' This project description defines the limits and general topography of the study area and provides a description of the proposed development. ' Location and Project Description ' The property being considered in this Drainage Study is for an Islamic Center located in the Southwest Quarter of Section 14, Township 7 North, Range 69 West of the 60 Principal Meridian, and is within the City limits of Fort Collins, Colorado. The proposed site is also located between West Lake Street and Prospect Avenue and the east end of Summer Street. Existing land uses to the west and southeast ' corner consist of developed residential properties. Land use to the east consists of an existing church facility. The 3-acre site consists of an open area covered in native grasses and assortment of trees near the property line between West Lake Street and Prospect Road. The topography on the north side of ' the high point in the property generally slopes at 2.2% in a northeasterly direction. Topography on the south side of the high point in the property generally slopes at 2.6% in a southwesterly direction. Historical drainage is by sheet flow to the flowine of the curb and gutter in West Lake Street and ' Prospect Avenue. The project consists of an Islamic Center building, parking, drainage facilities, and utilities to be installed on the site. The main access to the site is from West Lake Street with a secondary access at Summer Street. The grading and earthwork design of the development will provide ' surface drainage to the parking lots, storm water inlets, pans, storm pipes, and detention areas. There are no existing water features such as ponds or irrigation on or adjacent to the site. 11 1 2-1 BENNETT ROAD SCALE 1 "=200` VICINITY MAP BEEBE CHRISTIAN SCHOOL PROJECT SITE ISLAMIC CENTER OF FORT COLLINS PLYMOUTH CONGREGATIONAL CHURCH Soil Map—Larimer County Area, Colorado (IC) 40" 34' 8" 40° 34' 1" o Map Scale 1910 if printed on A size (8 5" x 11") sheet N mwmmm====== Meters 0 5 10 20 30 Feet 0 30 60 120 180 USDA Natural Resources Web Soil Survey �M Conservation Service National Cooperative Soil Survey 0 4/15/2011 Page 1 of 3 40.34' 8" 40' 34' 1" Soil Map—Larimer County Area, Colorado IC Map Unit Legend Larimer County Area, Colorado (CO644) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 3 Altvan-Satanta loams, 0 to 3 percent slopes 4 Altvan-Satanta loams, 3 to 9 percent slopes Totals for Area of Interest 2.8 0.4 3.2 87.2% - 12.8% 100.0% USDA Natural Resources Web Soil Survey 4/1512011 '� Conservation Service National Cooperative Soil Survey Page 3 of 3 SECTION 3 DRAINAGE FACILITY DESIGN This section describes the drainage facilities shown on the Drainage Exhibit and explains how storm water will be routed through the development. Interim and ultimate calculations had to be performed for some of the basins based on a full build out scenario. The greater runoff of the two was used for design purposes. General Concept The overall drainage plan for the developed Northern portion of the site is to route storm water to a detention pond. The Southern portion of the site will continue to drain as it has historically. Details for Design of On -site Drainage System The following describes the tributary drainage area and design criteria for the inlets and structures indicated at the design points shown on the Developed Drainage Exhibit. Design Point 3 has been proposed as 10-foot Type R inlet. Design Point 5B has been proposed as 5-foot Type R inlet. This is due to the fact that in a I00-year storm event a smaller inlet at either location will cause stormwater to overtop the pavement crest and direct discharge into West Lake Street. The 10-foot and 5-foot Type R inlets are able to keep headwaters low enough to discharge completely into the detention pond without causing additional direct discharge to West Lake Street. Design Point 5A has been proposed as a 3 unit, 9'-7.5" long Loveland Combination Inlet. This inlet on grade was chosen in order to capture the majority of the I00-year storm which is tributary to the design point. The inlet flowline elevation has been set equal to or greater than the I00-year water surface elevation of the pond. Calculations demonstrate that the three 10-inch diameter pipes out of the inlet are able to discharge into the pond at the I00-year pond full elevation. Calculations have been performed in the appendix of this report for the various drainage capacities and design of the project. Calculations in the appendix have demonstrated that the 2-foot wide sidewalk chases within the western parking lot are able to convey the flows of their respective tributary areas. Due to the much smaller areas that contribute runoff to the curb cuts necessary at the entrances off Lake Street for reduced stormwater projections across sidewalk areas, a 2-foot curb cut with a 2-foot pan and or swale will be adequate for necessary flows. Design Point I —Area A I The design flow for the 30" diameter Nyloplast Standard Grate 3099 CGS are as follows: Qio=.................................................................................................................................... i.10 CFS Qioo=....................................................................................................................................2.24 CFS The capacity of the grate accounts for a 50% clogging factor. Ica Design Point 3 — Area A3 The design flows for the 10-foot Type R inlet are as follows: Q10=....................................................................................................................................2.93 CFS Q100 =............................................................................................... ...5.98 CFS .................................. Design Point 5A — Area 5A The design flows for the 9'-7.5" Loveland Combination Inlet are as follows: Q10=....................................................................................................................................1.81 CFS Q100= .............................................................4.62 CFS ....................................................................... Q10 CARRY OVER =.........................................................................................................................0.06 CFS Q100 CARRY OVER =.......................................................................................................................0.30 CFS Design Point 5113 — Area 5B The design flows for the 5-foot Type R inlet are as follows: Qlo= 0.80 + 0.06 =.........................................................................................................0.86 CFS Q1oo= 0.30 + 2.04=......................................................................................................... 2.34 CFS Design Point 6 — Area A6 The design flow for the 18" diameter Nyloplast Standard Grate 3099 CGS are as follows: Q10=....................................................................................................................................0.35 CFS Q100=.......................................................................................................................0.72 CFS The capacity of the grate accounts for a 50% clogging factor. Design Point DR The design flows for the onsite direct release areas to West Lake Street are as follows: Q10=....................................................................................................................................0.53 CFS Q100=............................................................................................................. .......................1.09 CFS Design Point O Concrete drainage pan design flows for the offsite and onsite areas on the west side of the west parking lot draining to West Lake Street are as follows: Q10=....................................................................................................................................0.22 CFS Q100=..................................................... .............0.57 CFS .................................................................. Detention Pond In order to maximize the detention pond volume within a limited space and elevation discharge constraints of the flowline of the curb and gutter of West Lake Street, a retaining wall has been proposed around the entire perimeter of the pond. The detention pond bottom has been designed with 3-2 I ' four concrete pans having slopes of 0.50%. Slopes between the pans and up to the adjacent retaining walls have been graded at 2%. There will be an overflow discharge weir located in the north retaining ' wall which will discharge to West Lake Street. The pond will have a water quality capture volume component that will discharge through the outlet structure over a 40 hour time period. The outlet structure of the pond is proposed to be per the City of Fort Collins detail D-46 with a stormwater ' quality plate on the front and an orifice plate on the back that will discharge through the retaining wall to a two foot concrete pan which discharges to the flowline of West Lake Street. ' The detention pond design specifics are as follows: Calculated Detention Pond Volume = 0.59 Acre -Feet @ EL=5029.30 Water Quality Capture Volume (WQCV) = 0.06 Acre -Feet Required Detention Pond Volume + WQCV = 0.59 Acre -Feet Pond Full Elevation = 5029.30 Pond Overflow Elevation = 5029.80 = Weir Elevation ' Pond Top (Retaining Wall) Elevation = 5030.20 Overflow Weir Length = 51.20 feet @ Q 100 =13.74 cfs; Water Depth=0.20' u 1 J 1 3-3 SECTION 4 DETENTION POND / WEST LAKE STREET RELEASE RATE ANALYSIS / VARIANCE Identifying Issue The City of Fort Collins required release rate of the detention pond is the two-year historic runoff. The existing two-year historic runoff within the property boundary to the new R.O.W. is 0.89 cfs. The direct release areas which can physically not be directed into the proposed detention pond consist of a developed 100-year storm flow to West Lake Street of 1.09 cfs, within the property boundary to the new R.O.W. The required pond volume cannot be achieved at the required detention pond release rate (0.89 cfs). The 100-year developed direct discharge of rate of 1.09 cfs is greater than the required 2-year historic release rate of 0.89 cfs. Site constraints are as follows: There is no underground storm sewer in West Lake Street. The detention pond has to discharge into the flow line of the curb and gutter. This in turn creates a detention pond outlet elevation higher than the street flow line. In order to get any reasonable pond volume adjacent to the street and between the site program (proposed building structures, required parking areas, and street connectivity), the pond has to have vertical retaining walls. This in turn creates areas that direct release to West Lake Street. It was found through the design process that direct release areas increased to West Lake Street the more the site was raised in order to increase pond volume or to try to provide for parking lot detention. Parking lot detention was not an option. It was found through the design process when ponding could occur, either grate elevations in the parking area were above the 100-year water surface of the pond and no additional volume could be achieved; or additional volume could be achieved but adequate cover and slopes for piping into the pond could not. It was proposed to install a detention pond below the existing flow line of West Lake Street in order to get the vast majority of the developed site runoff into the detention pond and have adequate volume for the required release rate of the City of Fort Collins. Underground detention was also considered but the City would not allow pumping. The required setbacks for the building off of West Lake Street have been increased to allow for additional detention. Proposing Alternative Design The proposed alternative design consists of allowing a detention pond release rate (0.81 cfs) plus the ' 100-year developed direct release rate (1.09 cfs) to West Lake Street to be less than or equal to the 100-year historic release rate (3.90 cfs) of the existing flows within the property boundary that drain north to the new R.O.W. In order to eliminate additional direct release flows to Lake Street from the Eastern parking lot, storm drainage basins shall be installed with discharge pipes into the detention pond that have flap gates. The eastern parking lot is on the low side of the site. The detention pond would have the ability to backflow through the storm pipes, out of the catch basin, and into Lake Street during major storm events when the pond fills up. The flap gates prevent backflow of the storm water while ' directing additional developed flows from the site into the detention pond for the majority of storm events that would occur. 4-1 1 J Comparing to Standards ' The variance request consists of allowing the detention pond release rate (0.81 cfs) plus the 100-year developed direct release rate (1.09 cfs) to West Lake Street to be less than or equal to the 100-year ' historic release rate (3.90 cfs) of the existing flows within the property boundary that drain north to the new R.O.W. This will have no impact on capital and maintenance costs or requirements. The 2-year historic release rate of the detention pond as would have been required is 0.89 cfs. The new detention ' pond release rate would be 0.81 cfs plus the direct release flows (1.09 cfs) to Lake Street. Justification Although the combined detention release rate and developed direct release (1.90 cfs) to Lake Street will never be restricted to the required 2-year historic release (0.89 cfs), it will always be less than or equal to that of the 100-year historic flow (3.90 cfs) to Lake Street, which does not increase the current or ' historic flows of the site to Lake Street today. The variance will not be detrimental to the public health, safety and welfare, will not reduce design life of any improvements nor cause the City of Fort Collins additional maintenance costs. 1 1 � I � I I SECTION 5 SOILS ' Natural Resources Conservation Service The soil on the site is classified by the Natural Resources Conservation Service as Altvan-Satanta loams ' with 0 to 3 percent slopes on the north draining portion of the site which lies in the Old Town Basin. The soil on the south draining portion of the site which lies in the Canal Importation Basin is classified as Altvan-Satanta loams with 3 to 9 percent slopes. I I fl 1 5-1 5 SECTION 6 ' EROSION AND SEDIMENT CONTROL General Erosion and Sediment Control Measures DISCUSSION Erosion and sediment control will consist of controlling runoff across exposed areas and capturing sediment. These recommendations are described briefly below, and should be implemented by the developer during the construction activities for the site. ' GENERAL EROSION & SEDIMENT CONTROL MEASURES Minimizing Soil Exposure: Where practical, soils exposure should be kept to a minimum. Grading activities should be completed as soon as possible, and temporary seeding or permanent vegetative cover and landscaping should be established in disturbed areas. Temporary seeding will need to occur after overlot grading is completed. Permanent vegetative cover and landscaping will occur within the ' site boundary and street right-of-ways when site improvements are made. Temporary seeding of disturbed areas shall consist of the following or approved equal: ' Pawnee Buttes Seed Inc., Greeley, CO Low Grow Native seed mix (10%) Arizona Fescue t (40%) Sandberg/Canby Bluegrass (10%) Rocky Mountain Fescue (40%) Big Bluegrass 5 LB/ 1000 s.f. Permanent seeding of the detention pond shall consist of the following or approved equal: Pawnee Buttes Seed Inc., Greeley, CO ' Native Prairie seed mix (23%) Blue Grama (10%) Buffalograss ' (20%) Green Needlegrass (20%) Sideoats Grama (25%) Western Wheatgrass ' (2%) Sand Dropseed 15 PLS/LB/Acre ' Controlling Runoff Across Exposed Areas: All soils exposed during land disturbing activities are to be kept in a roughened condition by ripping or disking along land contours until mulch, vegetation, or other permanent erosion control BMP's are installed. Installation of temporary drainage swales and straw wattles may be required during construction as a result of stockpiling soils, and the site storm water ' management administrator will be responsible for assessing potential runoff and erosion conditions and taking the necessary measure to minimize the same. No soils in areas outside project street rights -of - way shall remain exposed by land disturbing activity for more than thirty (30) days before required t temporary or permanent erosion control (seed/mulch, landscaping, etc.) is installed, unless otherwise approved by the City of Fort Collins. 1 6-1 FJ 1 I 1 Sediment Capture: Temporary silt fence sediment control should be installed along the downhill portions of the site boundary to minimize sediment transport to adjacent areas. Vehicle tracking control pads should be installed in locations shown on the erosion control plan drawings. Inlet protection should be placed around inlets after they have been installed. Sediment control devices should remain in place and be properly maintained until permanent cover is in place. As site conditions warrant, additional sediment control devices may be required at strategic on -site locations and, as mentioned above, will require evaluation and implementation by the storm water management administrator. Erosion Control / Construction Phasing: Refer to the included Storm Water Management Plan in the map pockets. Fugitive Dust Control Permit: Per the State of Colorado, this site does not require a Fugitive Dust Control Permit because it is less than 25 contiguous acres and the project should be less than 6 months in duration to build. If dust becomes a problem during construction, the site should be watered on an as needed basis. Erosion Control Estimate of Cost Concrete Washout Area: $500.00 Wattles: $2.00/FT *560 FT = $1 120.00 Silt Fence: $2.00/FT *720 FT = $1440.00 Surface Roughening: $200.00/ACRE *2.5 ACRES = $500.00 Vehicle Tracking Control: I @ $800.00 = $800.00 Sediment Trap Gravel: I @ $100.00 = $100.00 Seeding and Mulching: $500.00/ACRE *I ACRE _ $500.00 Total = $4960.00 * 1.5 = $7440.00 OR $ 1 000.00/ACRE * 3 ACRES * 1.5 = $4500.00 Greater of the two = 74$ 40.00 6-2 APPENDIX I �I 11 IJ CITY OF FORT COLLINS DRAINAGE STANDARDS r� 1 SECTION 3. HYDROLOGY STANDARDS ' 3.1 General Design Storms ALi drainage systems have to take into consideration two separate and distinct drainage ' problems. The first is the initial storm which occurs at fairly regular intervals, usually based on the two to ten-year storm, depending on land use. The second is the major storm which is usually based on an infrequent storm, such as the 100-year storm. In some instances the major storm routing will nct be the same as the initial storm. ' In this case, a complete set of drainage plans shall be submitted for each storm system. 3.1.1 Initial Storm Provisions ' As stated before, the initial storm shall be based on the two to ten-year storm. The objectives of such drainage system planning are to minimize inconvenience, to protect against recurring minor damage and to reduce maintenance costs in order to create an orderly drainage system at a reasonable cost for the urban ' resident. The initial storm drainage system may include such facilities as curb and gutter, storm sewer and open drainageways, and detention facilities. 3.1.2 Major Storm Provisions ' The major storm shall be considered the 100-year storm.. The objectives of the major storm planning are to eliminate substantial property damage or loss of life. Major drainage systems may include storm sewers, open drainageways, and ' detention facilities. The correlation between the initial and major storm system shall be analyzed to insure a well coordinated drainage system. 3.1.3 Storm Frequency ' The initial and major storm design frequencies shall not be less than those found in the following table: Table 3-1 DESIGN STORM FREQUENCIES Design Storm Return Period Land Use or Zoningf Initial Storm Major Storm Residential: (RE,RL,RLP,RP,ML,RM,RMP, RLM,MM,RH).............................. 2-year 100-year Business: (BG,BL,BP,HB,C,IL,IP,IG)................. 10-year 100-year Public Building Areas ...................... 10-year 100-year Parks, Greenbelts, etc ...................... 2-year 100-year Open Channels & Drainageways -- 100-year Detention Facilities -- 100-year HSee Table 3-2 for zoning definitions 3.1.4 Rainfall Intensities The rainfall intensities to be used in the computation of runoff shall be obtained from the Rainfall Intensity Duration Curves for the City of Fort Collins, included in these specifications as Figure 3.1. 3.1.5 Runoff Computations Storm Runoff computations for both the initial and major storm shall comply with the criteria set forth in Section 3.2 "Analysis Methodology." All runoff calculations made in the design of both initial and major drainage systems shall be included with the storm drainage plans in the form of a Drainage Report. Reports submitted for approval should have a typed narrative with computations and maps in a legible form. ' May 1984 Revised January 1997 Design Criteria 3-1 _ ff� N a t x 1 U o Ci 1 1 ULL-._— N ' O n O 1 O I L LL o� VR O U o r l 0 o O Co 0 0 0 0 0 0 o O O C.,0 09 0 0 0 0 0 0 0 O O) 00 r• (o LO It (M CV O (i4/Ul) Aj!SUOjUj O N T— m City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1a Duration (minutes) 2-year Intensity in/hr) 10-year Intensity in/hr 100-year Intensity in/hr 5.00 2.85 4,87 9.95 6.00 2.67 4.56 9.31 7.00 2.52 4.31 8.80 8.00 2,40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14,00 1.92 3.29 6.71 15.00 1.87 1 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 11 1.32 2.25 4.60 30.00 1 1.30 2.21 4.52 Chapter 3 Calculating the WQCV and Volume Reduction ' 3.0 Calculation of the WQCV The first step in estimating the magnitude of runoff from a site is to estimate the site's total ' imperviousness. The total imperviousness of a site is the weighted average of individual areas of like imperviousness. For instance, according to Table RO-3 in the Runoff chapter of Volume 1 of this manual, paved streets (and parking lots) have an imperviousness of 100%; drives, walks and roofs have an t imperviousness of 90%; and lawn areas have an imperviousness of 0%. The total imperviousness of a site can be determined taking an area -weighted average of all of the impervious and pervious areas. When measures are implemented minimize directly connected impervious area (MDCIA), the imperviousness used to calculate the WQCV is the "effective imperviousness." Sections 4 and 5 of this chapter provide ' guidance and examples for calculating effective imperviousness and adjusting the WQCV to reflect decreases in effective imperviousness. ' The WQCV is calculated as a function of imperviousness and BMP drain time using Equation 3-1, and as shown in Figure 3-2: WQCV = a(0.9113 — 1.1912 + 0.781) Equation 3-1 Where: ' WQCV = Water Quality Capture Volume (watershed inches) a = Coefficient corresponding to WQCV drain time (Table 3-2) � I I = Imperviousness (%) (see Figures 3-3 through 3-5 [single family land use] and /or the Runoff chapter of Volume I [other typical land uses]) Table 3-2. Drain Time Coefficients for WQCV Calculations Drain Time hrs Coefficient, a 12 hours 0.8 24 hours 0.9 40 hours 1.0 Figure 3-2, which illustrates the relationship between imperviousness and WQCV for various drain times, ' is appropriate for use in Colorado's high plains near the foothills. For other portions of Colorado or United States, the WQCV obtained from this figure can be adjusted using the following relationships: ' WQCVocner = d6 (WOEquation 3-2 Q.4CV3 ) ' Where: WQCV = WQCV calculated using Equation 3-1 or Figure 3-2 (watershed inches) ' WQCVolh,, = WQCV outside of Denver region (watershed inches) d6 = depth of average runoff producing storm from Figure 3-1 (watershed inches) ' November 2010 Urban Drainage and Flood Control District 3-5 Urban Storm Drainage Criteria Manual Volume 3 r Calculating the WQCV and Volume Reduction Chapter 3 Once the WQCV in watershed inches is found from Figure 3-2 or using Equation 3-1 and/or 3-2, the required BMP storage volume in acre-feet can be calculated as follows: V — (WQCVI 12 / A Equation 3-3 Where: V = required storage volume (acre-ft) A = tributary catchment area upstream (acres) WQCV = Water Quality Capture Volume (watershed inches) 0.500 0.450 0.400 t 0.350 70 t 0.300 L � 0.250 0.200 c 0.150 - U (Y 0.100 0.050 0 000 M-SIMNAA N NP 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 T otai imperviousness Ratio (i = la/100) Figure 3-2. Water Quality Capture Volume (WQCV) Based on BMP Drain Time 3-6 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Table 3-3 1 1 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt ...................................... 0.95 Concrete ..................................... 0.95 Gravel ....................................... 0.50 Roofs.......................................... 0.95 Lawns, Sandy Soil: Flat<2%..................................... 0.10 Average 2 to 7%.............................. 0.15 Steep>7%.................................... 0.20 Lawns, Heavy Soil: Flat<2% ..................................... 0.20 Average 2 to 7%.............................. 0.25 Steep>7% ..................................... 0.35 3.1.7 Time of Concentration In order to use the Rainfall Intensity Duration Curve, the time of concentration must be known. The time of concentration, T,, represents the time for water to flow from the most remote part of the drainage basin under consideration to the design point under consideration. The time of concentration can be represented by the following equation. T, = to, + t, Where: T, = Time of Concentration, minutes to,= overland flow time, minutes t,= travel time in the gutter, swale, or storm sewer, minutes The overland flow time, to,, ,can be determined either by the following equation or the "Overland Time of Flow Curves" from the Urban Storm Drainage Criteria Manual, included in this report (See Figure 3-2). 1.87(1.1-C� f)DI/2 Tov S1/3 Where: T,,= Overland Flow Time of Concentration, minutes S = Slope, % C = Rational Method Runoff Coefficient D = Length of Overland Flow, feet (500' maximum) Ct = Frequency Adjustment Factor The travel tine, t,, in the gutter, swale, or storm sewer can be estimated with the help of Figure 3-3. 3.1.8 Adjustment for Infrequent Storms The preceding variables are based on the initial storm, that is, the two to ten year storms. For storms with higher intensities an adjustment of the runoff coefficient is required because of the lessening amount of infiltration, depression retention, and other losses that have a proportionally smaller effect on storm runoff. These frequency adjustment factors are found in Table 3-4. ' Mav 1984 Revised January 1997 Design Criteria 3-5 DRAINAGE CRITERIA MANUAL 5C 30 �- 20 Z su U Cll rZ 10 ,. z a 0 5 CJ7 W c 3 U 2 C 12.t Q 1 RUNOFF o \� I I I I I II o to e• Q A: �� 1 I I ! r ► 11� e +� I�� `' I I AD67 47 i T T I` y O h T W W � � O QT . I I I I I ! I I I I I 1 1 I } I i I I i I 1 1 I I I I I I I 1 I I I I I I I 1 I I I I I I I I I I II I I I III I I I I i i l 4 1 Figure 3-3 .2 .3 .5 1 1 1,I5 2 3 5 10 20 VELOCITY IN FEET PER SECOND ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. ' MOST FREQUENTLY OCCURRING `UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE:: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. 5-1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT Table 3-4 ' RATIONAL METHOD FREQUENCY AD.TUSTMEINP FACTORS Storm Return Period Frequency Factor (years) C, ' 2 to 10 1.00 11 to 25 1.10 26 to 50 1.20 51 to 100 1.25 ' Note: The product of C times C$ shall not exceed 1.00 3.2 Analysis Methodology The methods presented in this section for use in the determination of runoff at specific design points in the drainage system are currently under review by the Stormwater Utility. Until detailed criteria for hydrologic modeling are developed, the accepted methods for hydrologic analysis are (1) the Rational Method and (2) UDSWM2- PC. The Stormwater Utility shall determine circumstances requiring computer modeling with UDSWM2-PC. Early contact with the Stormwater Utility is encouraged for the determination of the appropriate method. Where applicable, drainage systems proposed for construction should provide the minimum protection as determined by the methodology so mentioned above. 3.2.1 Rational Method The Rational Method is recommended only for sites less than 5 acres. The runoff may be calculated by the Rational Method, which is essentially the following equation: Q = C,CIA Where Q = Flow Quantity, cfs A = Total Area of Basin, acres CL= Storm Frequency Adjustment Factor (See Section 3.1.8) f. C = Runoff Coefficient (See Section 3.1.6) I = Rainfall Intensity, inches per hour (See Section 3.1.4) 3.2.2 UDSWIC-PC For circumstances requiring computer modeling, the design storm hydrographs shall be determined usine UDSWM2-PC. Basin and conveyance element parameters shall be developed from the physical characteristics of the development. Refer to the UDSWM2-PC User's Manual* for modeling methodology and development. *Urban Drainage and Flood Contzol District, March 1985 3.2.2.1 Surface Storage and Infiltration Table 3-5 gives those values for surface storage for pervious and impervious surfaces. Table 3-6 gives the infiltration rates to be used with UDSWM2-PC. Table 3-5 VALUES FOR SURFACE STORAGE (All Values in Inches) (For Use with UDSWM2-PC) Impervious Areas .................. .100 Pervious Areas .................... .300 May 1984 Revised January 1997 Design Criteria 3-6 DETENTION POND CALCULATIONS I I I' 1 1 No Text I;i,m >-i&d�_ .r- i — =-_=- ----- --------------- --------------- ----------- --------------------- --- -------_—_ ---_---- FND. /4 REBAR W/ /� SEAL, L5. 32444 -----_--- -_— _--------__----------- GAS -__--___GAS----�--GAS-MAw�zzn---GAS ------GAS_----- ---�-- —_-------- GAS--- O�" L z �z OS WEST LAKE STREET (6O' R—O—M) mti --/- _L1 I GS I Cf+� 1ti_ ---SAN_ — — — — _—_ ti ' fE91BCYN9d10F j/���%%%� NOODS A%lIN9W D lDT 5 I I 1' I -'---------------------- ------ J SUMMER STREET 60' R—O—W) / I IDT 10 01.Ifl� oAND bW ` L DT tt —M —T. LLC Fk'9J.pN9011 C! TgMS 77) R T.P �S1'30"E 303.1 PLNIOL mNarcana. wlwal H I ST IC DRAINAGE �7B• `Z°� 1, 2.65 AC P 9ES TO NEW R.O.W. -? WIIEQ NF10N3 4-24" y' Ir sxn Fwa��exT .� • N 1 .8 do nx, x Iw FND. /4 REBAR W/ S83*43'20w FND. /3 REBAR 18" i 14 9A'�SDG� Y.0 SEAL � 1 PROSPECT ROAD (30' 1/2 R—O—W) S89'51'30"E 136.00' 2-6" TREES PINES 30" 5-16" > to( 1, I J Cg1EGE NF I > 11 PINES °A 2 PINEESS PINES I I I O.IEIt YLNIp1M (R1fiSCAIKNAI I i I I I I ffs To tj C � F , 0. lj\l / V O ('� - I•ZS T�=__%Sid/.!-.-�IB��Z�� �z55���� Z7 /, gD '/3 TT (•NS) y7 (c.2z - 1,Dq C Pc: p,rec� Red 3.90 CFI CIC'S, o, 8/ + /, 09 G 3.90 Ponj ('aFac4 ('odey = 0o557 xcrE- • ,6c� Q10 owes �w�uv+srr L ��rz uriwmrr 1 �►o►me war � .woof — — a"� '�� I � � - caueoc`0"owis 13 ---------- 1 - -� -- - - 1 ----- ------ ---' -------- ---GAS----c _5p --GAS--------GAS---- --GAS- --GAS-- -GAS---? / T LAKE STREET (60' R-O-W)GIN SAN ----SAN--------------- -------- -------- -- -- ----- ---- --- -- -------- - ...:-R---... -. - ti; / --- ---�— — I for a I I ' �- I �_.• 11 I I I R ' I I I I R 1 I I 5027 fore I owaE I I \ I Y I I \-- J \ so 030 --- T 5 - 1- SUMMER STREET .`4 3z - -------- 1--s -' - - I Ri R form I r---- ow�rx ww as � L---.-.---- — I I I 507 owOc miniµ � oar mw I wr>b i I i ------5032�\ un 11 J I W �J\ 5°� I I 503 ____------------------------------------------------------ -- - - - I - ' PROSPECT ROAD (30' 1/2 R-O-Y) Area (f4o rj = • 51 c.r� CIc,+ AeF g 7 Ace. � = o. 70 LA)aCV a i.91T3-1.1q T"2 t .78T o�= I-O ;or, Hd 47e, Ds2y� �,a, _ �l 67 a 100 v = waCV = a Zy Ltr6an Drcu na_ e- Pavc-MtA+ = 100 4re�a info Pond /BOA ¢ Concrm-lt. = D, 9z R�phai- = o, 72 4cre O,g % �Cr2s i — aw¢a cnmxnolg�IwwmTr — � — -------GAS- �i _ V0005 SUBOIN9011 111T S a OYRER Y.i IESUN2 O'KKIG, LLC � _ 1 U -71 I 1` OMM —S44 FESSIFA oT e 1YRk9 091 E I ----- ----- -_,< MMER STREET0. Aso * U I L- I � 1 1 �'o i acne ww aw d I� 34— � \ I ..,, 1 ' OVROi WtT, LLC RL9IBOINSIeN OF / �w�{ .� SIe01N5id l � \ J �N —UGE-- aww L" w rt U�va1Y1T a14Ot yue�a MIWL DM1Ql w.mrc l.INW� re fYIX1 Mnaw ——ivraur 1 Z uew, auk woos —------------------- — — ----- ------------- —--------- YG _----------------- ------ —_ --- -GAS---- — GAS —\-----GAS------ , GAS--� iwwt�.o7.�v i. l7Ji / ! j LAKE STREET (W R—O—YI) -------_WIZ-- duxd nor u max oxucac Naar. 3 J AreoL A+D JF f� • I I owox{ FVMM aar am1 I awex n.wauvN caxaaunaNK I %441 J64@0@ — I MAN ------------------------~_---_� +---------___-_------__ I ------____-----__—__----- I I I PROSPECT ROAD (30' 1/2 R-O-M) 100 Year r This is to convert % imp. to a C value 100- ear (must insert % imp. and C pervious) Required detention ft3 acre-ft. C' value 0.7 -- - 26287.2 1 0.6035 'C'* 1.25 0.875 Area 2.51 lacres Modified Modified Release Ratel iM. FATER D. JUDISI-_ C. LI 5/95 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSITY' Q 100 ! Runoff Release Required Required cum 100 year I Volume 1 Cum total i Detention Detention mins) (secs) (in/hr) (cfs) (ft^3) (ft"3) ! (ft^3) (ac-ft) 0_ 0; O j 0.00 I 01 0.0 0.0 0.0000 5 300' 9.950, 21.85'i 6555,806j 243.0! 6312.81 0.1449 10 _ 6 0 7.7201 16.961 10173.031 486.0� 9687.0 0.2224 _ 15 900 6.520 14.32' 12887.6 729.0 12158.6' 0.2791 20 1200! 5.6001 12.30! 14758.81 972.0 13786.8' 0.3165 25 1500: 4.9801 10.94; 16405.99' 1215.0 15191.0, 0.3487 30 1800 4.520, 9.93 17868.69 1458.0 : 16410.7 0.3767 _ 35, _ 2100, 4.080 8.96' 18817.471 1701.0; 17116.5 0.3929 _ 40 2400 3.740; 8.21 19713.541 1944.0; 17769.5 0.4079. 45 2700 3.460' 7.60, 20517.37 2187.01 18330.4 0.4208 50 3000 3.230 7.09. 2128166 2430.0 18851.7 0.4328 55 3300 3.0301 6.65 - 21960.3 2673.0 19287.3i + --� 0.4428 -- 60 3600 2.860; 6.28 22612.59 2916.01 19696.6' 0.4522 65 3900 2.720' 5.97, 23297.82 3159.0 20138.8 0.4623 70 4200 2.5901 5.69 23890.81 3402.OT 20488.8 0.4704 75 4500 2.480 5 45f - - 24510 15 3645.0 -, 20865.2 0_4790 _ 80 4800 2.380 5.23' 25089 96 38_88.0 21202.0_ 0.4867 - 85 5100 - 2.290; 5.03, 25650 4131.0 21519.0 0.4940 90 5400 2.210 4.85. 26210 05 4374.0 21836.0 0.5013 95 5700: 2.1301 4.68 ; 26664.67 4617.01 22047.7 0.5061 100 6000 2.060 4.52' 27145.65 4860.0 22285.7 0.5116 105 6300 1 2.000; 4.39 77672.75 5103.0 22569.8 0.5181 110 6600 1.940 4.26 28120.79 5346.6 22774.8 0.5228 115 6900 1.890 4.15 28641.3 5589.0 23052.3 0.5292 120 7200 1.840 4.04 29095.92: 5832.0 23263.9 0.5341 125 7500 1.790' 3.93 29484.66 6075.0 23409.7 T------- 0.5374 130 - 7800 - 1.750', - 3.84' 29978.81, -- 6318.0' 23660.8 0.5432 _ _ 135 8100 1.710: 3.76 30420.26 ^ 6561.0 23859.3T 0.5477 140 - 8400' _ 1.670 3.67 30809: 6804.0 24005.0' 0.5511 --- _ _ 140 8400 8700 _ - - 1.630 - 3.58' 31145.02: 7047.0, _ 24098.01 0.5532 145 _ 1.600 3.51 3162E 7290.0 24336.0' 0.5587 _ 155 9300 1.570, 3.45 _ 32067.45 7533.0' 24534.4. 0.5632 160 __ 9600 1.540. 3.38, 32469.36, 7776.'d 24693.41 0.5669 165 9900 1.510; 3.32 32831.74! 8019.0' 24812.71 0.5696 170 10200 1.480' 3.25' 33154,591 8262.01 24892.61 0.5715 175 10500 1.450: 3.18 33437.91 ! 8505.0' 24932.9; 0.5724 _ 180 10800 1.420 3.12 33681.69 8748.0 24933.7 0.5724 185 11100 1.400' 3.07 34129.731 8991.0 25138.7 0.5771 190 _ 11400 1.380 3.03' 34551.41' 9234.0 25317.4 0.5812 195 _ 11700 1.360 2.99 34946.731 9477.0 25469.7 0.5847 200 12000 1.340 2.94, 35315.7 9720.0 25595.7 0.5876 205 12300 1.320 2.90 35658.32 9963.0 25695.3 0.5899 _ 210 12600 1.300 2.86 35974.58 10206.0 25768.6 0.5916 215 _ 1.280 2.81 36264.48' 10449.0 25815Z 0.592_6 _ 220 _12900 13200 1.260 2.77 36528.03 10692.0 _ _25836.0 _ 0.5931 225 _ 13500 1.240 2.72 36765.23 10935.0 25830.2 0.59_30 -- 230-- 13800 _ 1.220 2.68 36976.07 11178.0 25798.1 0.5922 235 14100 1.210 2.66 37470.22 11421.0 26049.2 0.5980 240 14400 1.200 2.64 37951.2 11664.0 26287.2 0.6035 + W G C-V = ru_ v Page 1 BASIN CALCULATIONS ' � o = 7-5 @ 2 T-, 1a/ � = 0, 7 Z 5 /9cre 5 l awn = b- Oy 4crre, lDY I• d 7 �I • l D•S l' ZS � ° / 5_ a1 l q Z V3 mrnl ' ,5r�t i�l � � oo = �•� 5 6Q = /, z 5 (. CF- L = lg5 3.Z l r�� ( Arm - D. � 55 Ages Lawn = 0,36 4cr=s 3. Z i3 7• 2,10 q4 1, z 5 (, 3� ) 7, 3� (,Ll55crS L 5r 2.2 q C.FS l o r--Er le+ fin 1 1 1 I q ..503J-- .......- S -, 0J5-1 yp3 r� 3 ,- I /, COS' l �a ( Arm = 0,5q Assh = 6u1 4 s l 97 �l g9125) _ 05 7,(,ZV3 85 'fir = Z9g Z = z �{9 r►;� j _ = 9.15 �mr�l • -ciao 0100 = I,25(0,Sq) 9,15 (0.5g ) = 5138 C=s Cat o - 1. % S q(LI-,27 — Z ,3I/ CFS Z4a �ir! ?" 15iJ J1, C� ups�a-cony 0. zo WEST LAKE STREET (60' R-O-W)AN - - - - - - - - - - - - - - ----` -- - - - - - - -- ' '--------- --------------------- 1 !qq :7�7��r/m ;;4/ ,4-� = D. 9� Acres car 175 I.Z7mirl 5= A53 boo - 7, 5� / l 5 F i`l 13u rld Out- 7p acres y9 5 C = DCoy- 7o-v min, y 5 !13 — i- (7.4 D = 3, 33 m►n S = O, 98 2:�o 0100 =I-Z59.2q 7) �,o = ►.do!,�$���7(4.03)= 1.88 cis U,� �I � 8 CAS �� �I�-I- ��►�n � jDe,51�n # I For A5 �o4- useJ i WEST LAKE STREET (60' R—O—W) � e--- i ._.,_.� (D WEST LAKE STREET (60' R-O-W) � F AVY S9/JSi 0 Q WN' f ----- - --- - - - 4- R � f 10 low moo owNar. Fx¢wu``+ s �i�r swim o��a�v�ruan� A, 5 1 Des n 2 gr A5 t le n 5A U der 14al Is- 0.71 k rn,�, n•`47 Ac-r�: C=•�5 =go ' Tams 1.871(.1- 53Ly. -) 90 T- 300 Z . 5 in i/) 7, • �3 , - _ a,op - !•z5 (,53)8,63 (,79CF> I 0 ,10 Re-res Cvnc =b•53 A / rnn s %,rl - 5 M n zoo - 9, �5 No Text fl 1 FLOWMASTER GUTTER &SIDEWALK CHASE CALCULATIONS tA3 CURB LINE INTO INLET Worksheet for Irregular Channel Project Description ' Worksheet A3 Flow Element Irregular Chani Method Manning's Forr Solve For Channel Deptl- Input Data Slope 017900 ft/ft ' Discharge 5.98 cfs Options Current Roughness Methc �ved Lotter's Method Open Channel Weighting )ved Lotter's Method Closed Channel Weighting Horton's Method tResults Mannings Coefficiei 0.015 Water Surface Elev 1.68 ft ' Elevation Range 1.32 to 2.00 Flow Area 1.6 ft= Wetted Perimeter 10.55 ft Top Width 10.25 ft Actual Depth 0.36 ft Critical Elevation 1.75 ft Critical Slope 0.005912 ft/ft Velocity 3.76 ft/s Velocity Head 0.22 ft Specific Energy 1.89 ft Froude Number 1.68 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+21 0.015 Natural Channel Points Station Elevation ' (ft) (ft) 0+00 2.00 0+20 1.40 0+21 1.32 0+21 1.82 r f:\projects\islamiccenter\civil\drainage\a3.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [614o] ' 04/12/11 09:09:13 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel �3 Garb Ilne to Project Description Worksheet A3 Flow Element Irregular Chani Method Manning's Fori Solve For Channel Depth Section Data Mannings Coefficiei 0.015 Slope 0.017900 ft/ft Water Surface Elev 1.68 ft Elevation Range .32 to 2.00 Discharge 5.98 cfs 2.00' -- 1.30 - - -- -- -- -- - 0+00 0+05 0+10 0+15 0+20 0+25 V:1 HA NTS f:\projects\is lam iccenteAcivil\drainage\a3.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [614o] 04/12/11 09:10:14 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 PORTION OF A3 TO 1ST SIDEWALK CHASE UPSTREAM OF INLET 1,.Worksheet for Rectangular Channel Project Description Worksheet A3-CHASE Flow Element Rectangular Chz Method Manning's Form, Solve For Channel Depth Input Data Mannings Coeffic 0.013 Slope 005000 ft/ft Bottom Width 2.00 ft Discharge 2.87 cfs Results Depth 0.41 ft Flow Area 0.8 ft2 Wetted Perimi 2.81 ft Top Width 2.00 ft Critical Depth 0.40 ft Critical Slope 0.005235 ft/ft Velocity 3.53 ft/s Velocity Head 0.19 ft Specific Enerc 0.60 ft Froude Numb 0.98 Flow Type 3ubcritical f \ .\islamiccenter\civil\drainage\a3chase.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [614o] 04/12/11 09:49:34 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 A-3 1' ��al k C-�,a�; u ��i-rya d✓t o r n I� {- Cross Section Cross Section for Rectangular Channel Project Description Worksheet A3-CHASE Flow Element Rectangular Ch< Method Manning's Formi Solve For Channel Depth Section Data Mannings Coeffic 0.013 Slope 005000 ft/ft Depth 0.41 ft Bottom Width 2.00 ft Discharge 2.87 cfs 2.00 ft ---- 1 0.41 ft V:1 H:1 N TS f:\...\islamiccenter\civil\drainage\a3chase.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [614o] 04/12/11 09:49:49 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 STORM CAD PIPE & INLET RUNS Scenario: Base 1 Snit�t 1 A'' la' TI PG t t• E. 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CO r-rA C'r ohs Title: ISLAMIC CENTER Project Engineer: JEFF OLHAUSEN f:\...\islamiccenter\civil\drainage\dp-5a-2.stm Landmark Engineering Ltd StormCAD v5.5 [5.50031 12/05/11 03:14:23 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 L 0 Q a) m fn a M� W 0 L Q f4 Q U L(1 fA 1 C E 0 U Z M W o 0 N Q N m J cc U ui d ' 0 n U E d c �7 c c W m m m uO Cl)LO 0 N U c W F p Z O W U U M gE c000 m N � N N = o i— 0 .N 1; ZL•9Z0`5 :deans 1; OE 6Z0`5 :t, !. J 11 C8.9Z0`5 :ul nub �-O 11 L6.9ZO69 :deans 110C•6Z0`5:w'2J 11 L6.9Z0`5 :In0 ^ul `d9-da 0 0 0 0 0 U Ln (Y) O uJ N 0 Ln Lo 0 - 0 Q W r z J W n ;Z J W Q w��•^' �\ I� V �� . � (D U c 4 < a-0 p W �- 0 0 0 ZF— W O 6 Q d rn J U') N 0 ui LL LL W U a� a d C (n W U N O a` (D to n c� 0 N Q V) Z) m O n 0 0 � U _5r d d W� Y N 0 E a d c m w J Y O a m n 0 11 E m > _ 1 1 0 CL �'a as m O ZN o 0mom c U O UN Q" O U Q I 1 1 Z F w o a � L Q U7 N J L6 d LL LL Lu U c in 1; ZL•9Z0`S :dwnS :4 0C•6Z0`S :W!�A 14 E8'9Z0`S :ul nu! li E �+0 •elS �-O - 11 L6.9Z0`9 :dwnS 11 0E•6Z0`S =w!?:f 11 L6'9Z0`S :In0 Aul 11 00+0 :elS VS-da O O co O W � 'W Z Z J Q Q QW ry 0 IQ U W (D J O o L, n W Z �w = 0 W R 0 N Q 00 co 0 U � Z c � d3 m c Wm 0 E ip N J Y O 0 m 0 N W a co 0) C W W t N U m ri c 77 8 Cl)0 L N � N � O i N Z: r ZM: W O O U) O JLO m r O�;a a E L) Wo Lij U E�^ =) E �o r C (n O O ❑ W T U 7 N U ' 9 O K O O J C W N N N W co !0 m O a JCD N C (9 O C7 + C .o o > .... G N ` N O U) j W Ln 7 N co O U N p Q 7 Q � N w p U oLLa) .0 r C E w m O " m Z ° C E o O_ ,L n > m C > " o ' Q. cu C In W m O W O E D n �/ c U) C N - ._o Or J mac- Q ` r, > > ^ > N O O O E 1�^ ) a C N � �] 0 ❑ W (l U m'^ U r p w N C > N Q i U O T m ' N w iy m U v O N L_ U � V m N n o O � � U � r� p � L U r U N N (n O N CO r C N N co J � Ecu o m N O C @ C Z 3 m o ❑ O wig �>a E ui r a)m U v o No Q m� az a U O (nLo N N Lo J _ r 0 0 0 m 11 ZL*9Z0`9 :dwnS 11 00'6Z0 9 :w'2A 11 E8'9Z0`9 :UI nUI li E I.+O :els �-o IJ L6'9Z0`9 :dwnS IJ 0C' 6Z0` 9 :w'H IJ L6"9Z0`9 :Ino AUI 4 00+0 •e}S `d9-da W z_ J r) V U_ J Qr rill C) C 0 4-j W W 0 0 N 0 �0 _ o a �- N M -C C-0 U O a � 0 0 0 it CO0) C 0 0 + 0 Z F W O o (n O Q to (L) m J N N 0U;a LLL � U � o c c (q a w co co c2 LO c) O N Q D co O r- 0 U J Ol � C � N @ C cm Wa O _p N J 0 O O m 0 Ul C? a m LLB D > a wiO' U U c 0 LD y u-) o i N F- w 0-1 Scenario: Base P-1 DP-5B l� est s'�c�e Title: ISLAMIC CENTER DP-5B Project Engineer: JEFF OLHAUSEN untilled.stm Landmark Engineering Ltd StormCAD v5.5 [5.5003] 12/05/11 08:55:10 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 t 0 Q. 0 d a 0 z 'm Q 00 U z F - W o 6 Q N N J U, f0 o�a LL o U m N O w E c> 0- o 0 m w U >, a) 7 O 01-o 0 A) co W i -C O j 0 O O m @ N � N f0 o 2 J u�i L6 O C MO f`9 N C co N 2 u� + co o O > N Q N _N O (n W u') Z) co n d p N U N _ n p o O O cU o vU O U J rn 7 c � d �' E �r.s N _� N Otm M C C C> W L6 W a o o O E� a� c o U) E O O 9 r O CO W J O d CDM > > N C O 0. 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N � N = O p 3 J Scenario: Base AM 1 1 A6 ln' ld- A6 A, l fit A y.f-10-"t 5+&nJ*A' GI>t VIC&S ' Al Tnle4- Al t 30 �y P 3011 COGS ' Title: INLET A6 Project Engineer: JEFF OLHAUSEN f:\projects\islamiccenter\civil\drainage\a6&al .stm Landmark Engineering Ltd StormCAD v5.5 [5.5003] ' 09/08/11 10:53:22 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 ui Z 'L 0 `o Z (/) o Z) _ J Q ' 0 6(1 W LL' "a U `o 0 p O p Q) rnn O U > o U LO co o M W LO No a 0 0 Lo Q Lo Oo - -ry- -- N Ij 09*9Z0`S :deans = 4 OZ*0C0`9 :uailcj 11 09,9Z0`S :ul nul L 6 r 11 09+ :elS W co Q �-O z N J C + W W 0 O � 00 o rn co o r n V ++ U Q MW co O00 `- d� W Lo O W Z p ��� ^ W° J cu - II p p C E(r Z - 0- N L + O J o 2 11 9.V,LZ0`S :deans L d 4 �L,O£0`S :uait o U U M 11 9,V,LZ0`S .InO nul 11 89'LZ0`S :ul nul y 11 � L+0 : elS 0 4— [V M .o L U n in L.. � c @ n LL O N y O p `�- E O N E d od O U CO �o SZ*8Z0`S :deans o �► oo a) c 11 6� I.£0`5 :uai� a o 0'a 9Z*8Z0`S :InO nul = `- II 4 00+0 :elS -a CO 0 0 9v -- - @) + 0 0 c� 0) co Q E L L J i7 Z � U Go °' a 6 F w o L O N Z W O (n 0 Z) N Q N 0 O7 J N N O�;a a E o c? N Q @ N O N N —) U N > i N O C O 3 U d) c (n 0 a O W U >. p O 00 01-p O N N _ � cD O 2 p Co o o J > N C co N N m N� O O C C N N O O W J @ -0 O c0 O E2 rn rn O 5, C7 C N N O O O 1� In U) L6 UO — d C � I 17 I V (� J O O O _ Ln u7 N + 0 C O T M OM Q N `O > N O O (n a W U') Ln 0 co O a r� co IT N O O n co p co O O O O O C 0 J Z c a d E @ C coo coo = r O >@ ? .O y N (6 N N O O C C N o� C W O W Y 0 � E N o fp N E C n co N V @ O CO r-� J Y 00 N ; N N > a� (D O CD N Lr m W N T N CM —� f6 U N U Q > fN 0 T r O) LL Cl U U m p N CO m� N rn y 0 ill v O N = V) O c L L p N U U — N_ C C E N Cn O <n Cn N p L co l0 .-. c0 In Off} C O W N O) E t0 co C N N N N O _ 3Z > O O _ Q O a� c Q O Z Q N N ~ N Q Q W y J U Z N N co 7 N am d 4 i--0 s UD - INLET CALCULATIONS I J I I F� 1 DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD ISLAMIC CENTER A3 Design Flow = Gutter Flow + Carry-over Flow ---- - - - - Design ow: ONLY if already etermine through other methods: Minor Storm Major Storm (local peak flaw for 112 of street, plus flow bypassing upstream subcatchments): 'Q =�— 1.00 5.98 cfs If you entered a value here, skip the rest of this sheet and proceed to sheet Q-Allow) Site: (Check One Box Only) Site is Urban X Site Is Non -Urban Subcatchment Area =1 Acres Percent Imperviousness - NRCS Soil Type = A, B, C, or D Slope (fUft) Length (ft) Overland Flow = Gutter Flow = rtauuan nnun no uun. uirciio ny i �u wnr ui� - �., r, r k -2 -3 Design Storm Return Period, T, = Return Period One -Hour Precipitation, P, = C,= C2= C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, T. = Time of Concentration by Regional Formula, T. = Recommended Tc = Time of Concentration Selected by User, T, = Design Rainfall Intensity, I = Calculated Local Peak Flow, Op = Total Design Peak Flow, Q = 0.00 Mainr Storm N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.00 5.98 inches ps ps ninutes ninutes ninutes ninutes ninutes ninutes nch/hr :fs :fs A3UD-Inlet v2.14c.xls. Q-Peak 4/13/2011, 1126 AM INLET IN A SUMP OR SAG LOCATION Project = ISLAMIC CENTER Inlet ID = A3 -Lo(C)_ .._. - - H-Curb ----'--- -- H-Vert-- 0 Wp _ W _... Lo lG) e of Inlet it Depression (additional to continuous gutter depression'a' from 'Q-Allow') fiber of Unit Inlets (Grate or Curb Opening) :e Information Ith of a Unit Grate :h of a Unit Grate i Opening Ratio for a Grate (typical values 0.15-0.90) ging Factor for a Single Grate (typical value 0,50 - 0.70) e Weir Coefficient (typical value 3.00) e Orifice Coefficient (typical value 0.67) 3 Opening Information Ith of a Unit Curb Opening ht of Vertical Curb Opening in Inches ht of Curb Orifice Throat in Inches e of Throat (see USDCM Figure ST-5) Width for Depression Pan (typically the gutter width of 1 feel) ging Factor for a Single Curb Opening (typical value 0.10) i Opening Weir Coefficient (typical value 2.30-3,00) Opening Orifice Coefficient (typical value 0.67) ulting Gutter Flow Depth for Grate Inlet Capacity in a Sumo ging Coefficient for Multiple Units ging Factor for Multiple Units e as a Weir Depth at Local Depression without Clogging (0 cfs grate, 1 cfs curb) Row Used for Combination Inlets Only Depth at Loral Depression with Clogging (0 cfs grate, 1 cfs curb) Row Used for Combination Inlets Only e as an Orifice Depth at Local Depression without Clogging (0 cfs grate, 1 cfs curb) Depth at Local Depression with Clogging (0 cfs grate. 1 cfs curb) ilting Gutter Flow Depth Outside of Local Depression Atinit Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump ging Coefficient for Multiple Units ging Factor for Multiple Units i as a Weir, Grate as an Orifice Depth at Loral Depression without Clogging (0 cfs grate, 1 cfs curb) Depth at Local Depression with Clogging (0 cls grate, 1 cfs curb) r as an Orifice, Grate as an Orifice Depth at Local Depression without Clogging (0 cfs grate, 1 cfs curb) Depth at Local Depression with Clogging (0 cfs grate, 1 cfs curb) Ating Gutter Flow Depth Outside of Local Depression Atant Street Conditions Inlet Length Inlet Interception Capacity (Design Discharge from 0-Peak) iltant Gutter Flow Depth (based on sheet Q-Allow geometry) iltant Street Flow Spread (based on sheet Q-Allow geometry) dtant Flow Depth at Street Crown MINOR MAJOR Type = a_, = inches No= MINOR MAJOR L,(G)= feet W. = feet Amp= C,(G)= C (G)= C,(G)= ...MAJOR L, (C) = ,MINOR 5.00 5.00 feet H,,,,, -- 4.00 4.00 inches H,,,,,, = 3.95 3.95 inches Theta = 63.4 63.4 degree W, = 1.00 1.00 feet C, (C) = 0.20 0.20 C. (C) = 2.30 2.30 C. (C) = 0.67 0.67 MINOR MAJOR Coef = N/A N/A Clog = N!A N/A dm = inches d,,, _ = inches d„„ = inches d„ro.,, = inches MINOR _ MAJOR d,; = N/A N/A inches d„ = N/A N/A inches d.4„r.= NIA NIA inches MINOR MAJOR Clog =L-._ 0.13 0.13 MINOR MAJOR ir�--�- d„ =�33 4.38 inches d,„ = 1.43 4.72 inches MINOR MAJOR 3.14 inches d„ = 1.8213.56 inches d,_ = 0.82 3.72 inches MINOR MAJOR L = 10.0 10.0 feet 0, = 1 0 6.0 cfs d = 0.82 3.72 inches T = 0.6 7.6 feet dceowN= 0.00 0.00 inches CDOT Type R Curb Opening 1.D0 1.00 2 2 N/A N/A NIA N/A N/A NIA N/A N/A N/A N/A NIA N/A N/A N/A N/A N/A N/A N/A N/A N/A IA3UD-Inlety2.14c.xls, Inlet In Sump 4/13/2011, 11:26AM 1 1 1 1 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Requlated Criteria for Maximum Allowable Flow Depth and Spread) Project: ISLAMIC CENTER Inlet ID: A3 TBACK -- --- - -- - TCROWN $ - --- T. TMAx - BACK -W - Tx -- � Street ----- --- - _ - C row n Qw Qx -� Y fi CURB d S % a ga num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb TsACK = 0.0 ft SBACK = ft. vert. / ft. horiz nBACK - HCURB = 6.00 inches TCROWN' 20.0 ft a = 1.00 inches W = 1.00 ft Sx = 0.0300 ft. vert. / ft. horiz So = 0.0000 ft. vert. / ft. horiz nSTREET ' Max. Allowable Water Spread for Minor & Major Storm TMAx Max. Allowable Depth at Gutter Flow Line for Minor & Major Storm dmA of Curb at Gutter Flow Line :e from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition Ig's Roughness for Street Section ' IAllow Flow Depth at Street Crown (leave blank for no) Maximum Gutter Capacity Based On Allowable Water Spread Gutter Cross Slope (Eq. ST-8) SW = Water Depth without Gutter Depression (Eq. ST-2) y ' Water Depth with a Gutter Depression d = Allowable Spread for Discharge outside the Gutter Section W (T - W) Tx = Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Eo = Discharge outside the Gutter Section W, carried in Section Tx Qx = Discharge within the Gutter Section W (OT - %) Qw' t Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) QBACK' Maximum Flow Based On Allowable Water Spread Or = Flow Velocity Within the Gutter Section V = V'd Product: Flow Velocity Times Gutter Flowline Depth V'd = Theoretical Water Spread TTH = Theoretical Spread for Discharge outside the Gutter Section W (T - W) Tx TN ' Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Eo : Theoretical Discharge outside the Gutter Section W, carried in Section Tx TH Qx TH Actual Discharge outside the Gutter Section W, (limited by distance TCRowN) Qx' Discharge within the Gutter Section W (Qa - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Qw' Q.: Total Discharge for Major & Minor Storm Q Flow Velocity Within the Gutter Section V V'd Product: Flow Velocity Times Gutter Flowline Depth V'd - Slope -Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R = Max Flow Based on Allow. Gutter Depth (Safety Factor Applied) Qe = Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = Resultant Flow Depth at Street Crown (Safety Factor Applied) CICROWN " I 1 Minor Storm Major Storm 2001.20.0 ft 6.00 6.00 inches X X X = yes Minor Storm Maior Storm 0.1133 0.1133 7.20 7.20 8.20 8.20 19.0 19.0 0.141 0.141 0.0 0.0 0.0 0.0 0.0 0.0 SUMP SUMP 0.0 0.0 0.0 0.0 Minor Stnrm Mainr Rtorm 13.9 - -- 13.9 12.9 �^ 12.9 0.207 0.207 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SUMP SUMP SUMP SUMP to riches riches t ;fs 'fs ;fs ;fs ps ;fs ;fs 'fs ;fs :fs ps :fs nches nches Minor Storm Major Storm Max. Allowable Gutter Capacity Based on Minimum of QT or Q Q,,,ow = SUMP SUMPI cfs MINOR STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' MAJOR STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' IA3UD-Inlet_v2.14C.xlS, Q-Allow 4/13/2011, 11:26AM I � I DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD ISLAMIC CENTER AREA 5A - DESIGN POINT 5A Design Flow = Gutter Flow + Carry-over Flow Y IPEET FGIJTTER FLOW PLUS Cr.� Pf-U`/EP FLOW E--L — - GUTTEP. F LD`,: - - INLET INLET li 2 OF STRE:- (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): * If you entered a value here, skip the rest of this sheet and proceed to sheet Geographic Information:(Enter data in the blue cells) Site: (Check One Box Only) Site is Urban: X Site Is Non -Urban: noun... uu�rma Ion: n ensi y Inc r = , , , , -2 1 -3 Design Storm Return Period, T, = Return Period One -Hour Precipitation, P, = C,= C2= C3= User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, Qb = Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, t� = Calculated Time of Concentration, Tc = Time of Concentration by Regional Formula, Tc = Recommended Tc = Time of Concentration Selected by User, T. = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = Minor Storm Major Storm *Q = 1.811 4.62 cfs Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Gutter Flow inr Storm N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA N/A N/A N/A 1.811 4.62 cfs ps `ps minutes minutes minutes minutes minutes minutes nch/hr -fs -fs IDP5A UD-Inlet_v2.14c.xls, Q-Peak 12/2/2011, 10:47 AM I� ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: ISLAMIC CENTER Inlet ID: AREA 5A- DESIGN POINT 5A TRACK TCRowN T. TMAX BACK `W TX � Street Crown Q w I... ,Q X y S HcuRe d X a mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) zing's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition Tg's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) er Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression ,vable Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) :harge outside the Gutter Section W, carried in Section Tx :barge within the Gutter Section W (QT - QX) :barge Behind the Curb (e.g., sidewalk, driveways, & lawns) .imum Flow Based On Allowable Water Spread f Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth )retical Water Spread 3retical Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) xetical Discharge outside the Gutter Section W, carried in Section Tx TK ial Discharge outside the Gutter Section W, (limited by distance TCROWN) barge within the Gutter Section W (Qd - QX) barge Behind the Curb (e.g., sidewalk, driveways, & lawns) it Discharge for Major & Minor Storm F Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth e-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) iltant Flow Depth at Gutter Flowline (Safety Factor Applied) iltant Flow Depth at Street Crown (Safety Factor Applied) TRACK' 200 0.0 ft SencK = 0.0ft. vert. / ft. horiz neACK = 0.0130 HcuRB = 6.00 inches TCRowN = 30.0 ft a = 1.00 inches W = 2.00 ft Sx = 0.0300 ft. vent. / ft. horiz So = 0.0050 ft. vert. ! ft. honz nSTREET = Minor Storm Major Storm TMAx = 15.0 A�'1050 ftdMAx =6.00 inches X = yes Minor Storm Maior Storm Sw = y' d= Tx = Eo = Qx= Qw= Q8ACK QT V= V'd = TTN Tx TR = Eo QX TN Qx Qw` QBACK - Q- V= V'd = R= Qd` d= dcBowN = 0.0717 0,0717 5.40 5.40 6.40 6.40 13.0 13.0 0.353 0,353 5.4 5.4 2.9 2.9 0.0 0.0 8.3 8.3 3.2 3.2 1.7 1.7 Minor Storm Maior Storm 13.9 13.9 11.9 11.9 0.380 0.380 4.2 4.2 4.2 4.2 2.6 2.6 0.0 0.0 6.8 6.8 3.0 3.0 1.5 1.5 1.00 1.00 6.8 6.8 6.00 6.00 0.00 0.00 tiff nches nches t is ;fs Is Is ps ;fs is :fS ;fs Js ps Is nches nches Minor Storm Major Storm ax. Allowable Gutter Capacity Based on Minimum of QT or % Q,iiow =F 6.8 6.8 1 cfs ]NOR STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' AJOR STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' IDP5A UD-Inlet_v2.14c.Xls, Q-Allow 12I2i2011, 10 48 AM INLET ON A CONTINUOUS GRADE Project: ISLAMIC CENTER Inlet ID: AREA 5A - DESIGN POINT 5A --Lo (C) --H-Curb -- --- - H-Vert-�----- Wo WPC W (G) of Inlet I Depression (additional to continuous gutter depression 'a'from'Q-Allow) Number of Units in the Inlet (Grate or Curb Opening) th of a Single Unit Inlet (Grate or Curb Opening) 1 of a Unit Grate (cannot be greater than W from Q-Allow) Sing Factor for a Single Unit Grate (typical min. value = 0.5) ling Factor for a Single Unit Curb Opening (typical min. value = 0.1) A Hydraulics: OK - Q < maximum allowable from sheet'Q-Allow yin Discharge for Half of Street (from Sheet Q-Peak ) r Spread Width r Depth at Flowline (outside of local depression) r Depth at Street Crown (or at T., ) of Gutter Flow to Design Flow large outside the Gutter Section W, carried in Section T. large within the Gutter Section W urge Behind the Curb Face t Flow Area t Flow Velocity r Depth for Design Condition l Analysis (Calculated) Length of Inlet Grate Opening of Grate Flow to Design Flow r No -Clogging Condition wm Velocity Where Grate Spash-Over Begins eption Rate of Frontal Flow eption Rate of Side Flow eption Capacity r Clogging Condition ling Coefficient for Multiple -unit Grate Inlet ling Factor for Multiple -unit Grate Inlet ive (unciogged) Length of Multiple -unit Grate Inlet um Velocity Where Grate Spash-Over Begins eption Rate of Frontal Flow eption Rate of Side Flow If Interception Capacity -Over Flow = Q,-Q, (to be applied to curb opening or next d/s inlet) or Slotted Inlet Opening Analysis (Calculated) Ment Slope S. (based on grate carryover) red Length LT to Have 100 % Interception r No -Clogging Condition ive Length of Curb Opening or Slotted Inlet (minimum of L, LT) option Capacity r Clogging Condition ing Coefficient ing Factor for Multiple -unit Curb Opening or Slotted Inlet ve (Unclogged) Length I Interception Capacity -Over Flow = QbJGR Tel-0. iary Inlet Interception Capacity Inlet Carry -Over Flow (flow bypassing inlet) ire Percentage = Q./Q. = MINOR MAJOR Type = t uu l iuenver a wmoinauon aim = 1.0 1.0 inch No = 3 3 L. = 3.00 3.00 ft W. = 1.73 1.73 It C,G = 0.50 0.50 Cr-C =1 0.10 0.10 MINOR MAJOR Q, = 1.81 4.62 cfs T= 8.1 11.9 ft d = 3.9 5.3 inch dCRMN = 0.0 0.0 Intl E, = 0.606 0.437 O, = 0.72 2.61 cfs Qw = 1.10 2.02 cfs QMCK - 0.00 0.00 cfs A,= 1.07 2.21 sgft V, = 1.70 2.09 fps dLa� = 4.9 6.3 inch MINOR MAJOR L=1 9.001 9.00 ft Eo- RATE = 1 05511 0.392 MINOR MAJOR V. = 15.41 15.41 fps R, _ Q Qb C% 1.00 1.00 MAJOR DF5A UD-Inlet v2.14c.xls, Inlet On Grade 12/2/2011, 10:48 AM I DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD ISLAMIC CENTER DP-5B Design Flow = Gutter Flow + Carry-over Flow �OJrJ SIDE I CVLOWND FLOW STREET J y ® F GUTTER FLOW PLUS :,ARRY-OVER FLOW e ® E— GUTTER FLOW INLET INLET 112 OF STREET (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): * If you entered a value here, skip the rest of this sheet and proceed to sheet Site: (Check One Box Only) Site is Urban X Site Is Non -Urban: Minor Storm Major Storm *Q =F- 5.801 2.04 cfs Subcatchment Area = Acres Percent Imperviousness = NRCS Soil Type = A, B, C, or D Slope (f /ft) Length (ft) Overland Flow = Gutter Flow = rma ion. n enst y inc - , , , , , -2 , -3 Design Storm Return Period, Tr = Return Period One -Hour Precipitation, P, = C,= C2 = C'3 = User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry -Over) Flow from upstream Subcatchments, %= e (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C - Calculated 5-yr. Runoff Coefficient, C5 - Overland Flow Velocity, Vo - Gutter Flow Velocity, VG _ Overland Flow Time, to = Gutter Flow Time, tG _ Calculated Time of Concentration, T. Time of Concentration by Regional Formula, T. _ Recommended T. Time of Concentration Selected by User, T. Design Rainfall Intensity, I = Calculated Local Peak Flow, Op = Total Design Peak Flow, Q = N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.861 2.34 `ps 'Ps minutes minutes minutes minutes minutes minutes nch/hr ;fs -fs IUD-Inlet_v2.14c.x1s, Q-Peak 12/2/2011. 4:14 PM II ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: ISLAMIC CENTER Inlet ID: DP-5B TBACK TCROWN S T, TMAx BACK -W TK - Street Q.--; Crown w Qx y HCURB d a; cJ P num Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb of Curb at Gutter Flow Line oe from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) utter Cross Slope (Eq. ST-8) later Depth without Gutter Depression (Eq. ST-2) later Depth with a Gutter Depression lowable Spread for Discharge outside the Gutter Section W (T - W) utter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq, ST-7) scharge outside the Gutter Section W, carried in Section Tx scharge within the Gutter Section W (Or - Qx) scharge Behind the Curb (e.g., sidewalk, driveways, & lawns) aximum Flow Based On Allowable Water Spread ow Velocity Within the Gutter Section 'd Product: Flow Velocity Times Gutter Flowline Depth Theoretical Water Spread Theoretical Spread for Discharge outside the Gutter Section W (T - W) Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Theoretical Discharge outside the Gutter Section W, carried in Section Tx TH Actual Discharge outside the Gutter Section W, (limited by distance TCRowN) Discharge within the Gutter Section W (Qd - Qx) Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns) Total Discharge for Major & Minor Storm Flow Velocity Within the Gutter Section V'd Product: Flow Velocity Times Gutter Flowline Depth Slope -Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm Max Flow Based on Allow. Gutter Depth (Safety Factor Applied) Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) Resultant Flow Depth at Street Crown (Safety Factor Applied) TRACK = 0.0 ft SBACK = ft. vert. / ft. horiz nBACK - 0.0130 HCURB - 6.00 inches TCROWN = 30.0 ft a = 1.00 inches W = 2.00 ft Sx = 0.0300 ft. vert. / ft. horiz So = 0.0000 ft. vent. / ft. horiz nsTREET = Minor Storm Major Storm TMAx = 15.0 15.0 ft dMAx = 3.801 3.80 inches X=yes Minor Storm Maior Storm Sw y= d= Tx: Eo- Qx' Qw' ABACK QT- V= V'd TTH Tx TH = Eo' Qx TH = Qx= Qw' ABACK - Q= V= V'd R= Qd= d= dcROwN 0.0717 0.0717 5.40 5.40 6.40 6.40 13.0 13.0 0.353 0.353 0.0 0.0 0.0 0.0 0.0 0.0 SUMP SUMP 0.0 0.0 0.0 0.0 Minor Storm Maior Storm 7.8 7.8 5.8 5.8 0.625 0.625 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SUMP SUMP SUMP SUMP t/ft riches riches t ;fs ;fs :fs :fs ps ;fs Ys ,is dS JS ps :fs nches nches Minor Storm Major Storm ix. Allowable Gutter Capacity Based on Minimum of Qr or QB Q„i- =1 SUMP SUMPlcfs NOR STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' WOR STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' IUD-Inlet_v2.14c.xls, Q-Allow 12/2/2011, 4:14 PM INLET IN A SUMP OR SAG LOCATION ' Project = ISLAMIC CENTER Inlet ID = DP-5B H-Curb H-Vert � W WP LoQG) ri....._..-.r.......u..., n--.-..n ulmnG AAA 1nR ' Type of Inlet Local Depression (additional to continuous gutter depression'a' from'Q-Allow') Number of Unit Inlets (Grate or Curb Opening) Grate Information Length of a Unit Grate Width of a Unit Grate Area Opening Ratio for a Grate (typical values 0.15-0.90) Clogging Factor for a Single Grate (typical value 0.50 - 0,70) Grate Weir Coefficient (typical value 3.00) Grate Orifice Coefficient (typical value 0.67) Curb Opening Information Length of a Unit Curb Opening Height of Vertical Curb Opening in Inches Height of Curb Orifice Throat in Inches Angle of Throat (see USDCM Figure ST-5) Side Width for Depression Pan (typically the gutter width of 2 feet) t Clogging Factor for a Single Curb Opening (typical value 0 10) Curb Opening Weir Coefficient (typical value 2.30-3.00) Curb Opening Onfice Coefficient (typical value 0.67) ' Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Grate as a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 0.86 cis curb) This Row Used for Combination Inlets Only Flow Depth at Loral Depression with Clogging (0 cfs grate, 0.86 cis curb) This Row Used for Combination Inlets Only Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 0.86 cfs curb) 1 Flow Depth at Local Depression with Clogging (0 cfs grate, 0.86 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Clogging Coefficient for Multiple Units Clogging Factor for Multiple Units Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 0.86 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate. 0,86 cfs curb) Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 0.86 cfs curb) Flow Depth at Local Depression with Clogging (0 cfs grate, 0.86 cfs curb) Resulting Gutter Flow Depth Outside of Local Depression Resultant Street Conditions Total Inlet Length Total Inlet Interception Capacity (Design Discharge from O-Peak ) Resultant Gutter Flow Depth (based on sheet 0-Allow geometry) ' Resultant Street Flow Spread (based on sheet O-Allow geometry) Resultant Flow Depth at Street Crown CDOT Type R Curb Opening 1.00 1.00 1 1 Type = a-, = inches No = MINOR MAJOR L. (G) = feet W. = feet A.w= Cr (G) _ C. (G)= C, (G) _ MINOR MAJOR 5.00 5.00 L. (C) = feet 4.00 4.00 H,,,,, = inches H,,,_ = 3.95 3.95 inches 63.4 63.4 Theta = degree 2.00 2.00 W, = feet Cr (C) = 0.20 0.20 C.(C) = 2.30 2.30 C. (C) = 0.6710.67 MINOR MAJOR Coef = N/A N/A Clog = N/A N/A] d� = inches dam,,,, =inches d„„ =inches d_ = inches MINOR MAJOR d,; _ N/A NIA inches _ d„ = N/A NIA inches d„o- = N/A N/A Inches N/A NIA N/A N/A NIA N/A NIA N/A N/A N/A NIA N/A N/A NIA F4N��A NIA N!A MINOR MAJOR Coef= 1.00 _ _ 1,00 Cog = 0.20 0.20 MINOR MAJOR d. = 1.48 2.89 inches d- = 1.61 3.14 inches MINOR MAJOR d„ = 1.88 2.61 inches d„ = 1.94 3.08 inches 0.94 2.14 inches MINOR MAJOR L = 5.0 5.0 feet 0.9 2.3 % = cis 0.94 2.14 d = inches 1.1 3.2 T = feet dCaoWN = 0.00 0.00 inches D 1 UD-Inlet_v2.14c.xls, Inlet In Sump 12/2/2011, 4:14 PM AREA INLET SIZING WITH SO% CLOGGING FACTOR t 1 1 1 1 1 1 1 I 1 1 1 1 1 N LL d d j N O D_ N m "a m C y a0 00 O N N _N O C L d Q A C N CD c) � lU 0 0 o00 u U c7 c7 c7 c7 U C7 O o � o o I !!! f rn 1� C+ N LL � N O v I O N o � Q d Q 0 O 0 0 0 0 0 0 o o g g o 0 0 SRO'Ajpedeo o QQ (> > W Zp CD� w n d C 3 w w r c � ¢ 4 �o 0 �o Q Oa Z o= PM*CD z m= J r O W w w Q z O J a r � W W W J Q � U � 2 N Q Q O Q m m m N N U a O Q O 0 Z w 5 = W W p O = o r =wZcZ-7-7 g y o Z w O w O Q wO w F r a z W W¢ W o W W= W !=/l c ¢=w�Wa�o3 = r U U F� Q w Z O Uq N t LL �w��za�zmg way �r=O W nr. Y � O wwz Z< Q to U p 2 W In a p a 2 2 ao' o i J Q U a zp W I-T w W 0 w r Z O r r= U Q Lna �I L I ' WATER QUALITY OUTLET STRUCTURE & OVERFLOW WEIR L'1 �C . T, lc- - rate C r1ec k T&xr5 = /, p /, %T Z ��4 Z. 7. U/ 03 5-0'� � r G2 = CL /f 3/z for /7z= 0 30 3 (���i<o3)3/Z = 337s o r- f� l c,G r ux+ Q=Cq Zgh C- o•�I H 1' D,i A Z5" D A � • 131 14 = 3 Z7 _ 2 �� = 3 r0 l� = 3Z7' - 3°9 0- FT =�o?gl`iz Q=O$� DRAINAGE CRITERIA MANUAL (V.3) STRUCTURAL BEST MANAGEMENT PRACTICES d 11 ON o.( 4.( Ell 1.( 0.01 0.02 0.04 0.06 0.10 0.20 0.40 0.60 1.0 2.0 Required Area per Row a (in.2 ) J 1 EXAMPLE: DWO = 4.5 ft WQCV = 2.1 acre-feet SOLUTION: Required Area per Row = 1.75 in? i EQUATION: WQCV a= K 40 in which, K40=0.013DWQ +0.22DWQ -0.10 ,moo_ Ile Qr Oe J� LIZ/ 114 1 4.0 6.0 = • 375 C��ovy►G�e�- A 6 FIGURE EDB-3 Water Quality Outlet Sizing: Dry Extended Detention Basin With a 40-Hour Drain Time of the Capture Volume 9-1-99 ' Urban Drainage and Flood Control District 5-43 3 § C) \ k{ k\} Jƒ / \c < t+ )§!!! \\\\\ J ) « - 8�%}} }\\Et §_ [;§00 fƒ)!! 1.-- }\ !■:: \!\kk ci \ }\c \;{{)\ . k!! 3 E»a &)kit f r /\kk0 k § \uk)!{ w r°!_ - - - \ §� ' j c \ c 2 le � 3 ] KI_ | ) U W C u u m J O C) Z UCD Z LLJ Lil y (� ^ CD C' L J Z U dry, Cf � _ J W N O Cr w U .cn Cc w CL N I�1 W I- (/7 m N w w� 0 w ` W \~ <n Z J O O O OLLJ J m V) W J O LLJQI U c~.0 = [n Z W Z d 0 0 0 W 9 5 C/) Q z o 0 3 3 3 J 3 Z q a w ZZo� v� Q } Q �z5-�30J�a� CO w0 NWN m N N LL r.. p z m w O Q Z w 0 H H V 1 w n �NJ rT, U 0 0 Z Z �' w� z Cl �-�i W LIJ J a J Z p tea, w W W \ 3 -• O Q� J U O W? 0 0 X d' cn W > W .v.. v. y 0 0 � � Im-- J O Z 2 Q ~J> _ U >- < ('d11) m�? c v� ¢ �QJ u� @)U ! o � p �W moo= ® oogu - O w z = J Z W (n Z a, 4- 0 L.J J �� o W LO O= W U (n p 4z :x (/'1 Cf J J W N N Q J m of W O~ W O _O W p i•"1 W V 7 (� 1 ZZ z< a :z Li Cn� ON Q O J`i wp ~� O a o w k'-v v� E U JO Q O g X ---- -- z �� Z V,<oo a� LLJof z Q O a� Z��w �~zo afw �o w Q Z w- aQ zm E: a � �� zN w F— - a � �Q a a ca Qo z z� w3 O_ w Q Q� a U .� Z K 0}lT H r^ w 0 �O wQ U O 1 N ZQ J v, r� �w VLLJ�'i cm U E'� C� WU .. w� W U p z3 NZ Qi ♦�' w p U L.J ¢ LLLJWJ o9im = `w`nn m Zu � - Z a E�N%� �Zs �� VJ (!i m Oa mp aC� YJ-r (!7 Z J Q N [L O O U) U SO wo r Q •' w NCV aQ V1iZ �mJ Zo F+i Q co m ¢ O r E— „9� mw _ V)mN o x J N O _Z QJ m~ Y J Q O Q w U S J V=� 3 U= J W R W � Ow12, > W n S = Y W N 1 O Z Z z o wQ r Z J� W Z/SM Z/SM CD ri 4 vi F+ U Z Q �i W a;ili U�11 U U W jy � 1��1 - U Q W O W O U U W w z C-DoLLJ O O Cl) COz O C14Z U O 0 0 Z J U i Cn M af W C d - w W v7 Q C' gym_ Nc p c.z_c� m m Z Z d J _Z TL W 0 Cr OSLW FJ- CD D p p Q m= d Cn W Z W� W JZ� Z cocn(n0 M oJ�� d(r WO 00 i' m �W W N �\ CD I CIO rn CIJ CCD M CV C' 1 co Q O ^ Q ♦ ♦ a1.7 ..� x z � 9 U Cr -\H W U,o > ZONU xQ N ~Z\ Q W Z U O M O m U W O �- O _ - o Q O c7 0 �i �� m O O w a 00 (n W wZCN WZ� O�' U v X�Naoo\ o �o�o o �� ' Q= \L QQ � M Q W L7 ] � w t ¢ p 4 w F- u7 .� m m N O Z H \O �of O Fw- LjJ U v cv V/ wJOUd a O� O�-` i N C' o o CC) cD Q Q . .. co u-� = w o C -, z w 0 o mcn � W =a U W J Z QH = -• Z �--� �,,� 0 m U M (n ] H~ Iw- Z (n m Q W U W O Cn J W Z O O O tSI�JVA OM S�121d� oz^ �"°`wLw (nLJ ��� O w O N J=z� „9 9 u JNw z d (!l W J w �oLLJ io m W -y� OM Q g0/GO/ZL 6mp'gti0\lonuow oualu0\jlm qs\:l M M M O - O O O � � N N O N O N O N O r t1'7 u7 � � Z Z W 3 J � d o 0 z z U o, moo O W ^ >Q L�J >m y( j >U yf j J CS w w w 3 3 J Q Z w o aoo� / � O M U •I• \ � w U W O d I 135-� A-3zl8 F z /4ew l-ord Fug l = SDZ` Z� -i CO �� _ �d2 3� Enna i of = 30 2-0 EEL 2 3 (OZ°)3,/z WEST SIDE WEST PARKING LOT PAN CALCULATIONS 1111111111111111111 11 ii. -1 - , 11 11111111111111 ILI! I � A RESUBDIVISION OF WOODS SUBDIVISION I LOT 5 OWNER: MJP RESOURCE GROUP, LLC I 11 Arm of o-i4 AGr OWNER: DENNIS KESSLER i /� LOT 6 I I I 1 i v�• i, \ x, --, 111 ' �__ . . . . ... -- - - -- - - - - _:—fin_ - - SUMMER STREET (60' R-O-W) . ...... .... ... i I dub reA I' Je57' S �ov ��.n d e Ion Arm , ofa! = T _ o. «. Ac-d--s c Hq3 r(Z + 973 O.OC=.95 Tnv 7 3. Z5 ) (z.59 V3 7-53, I, 69 7� TT = ("o v Coo - z 5 i T= 5,92, ►,,,;n 10 Ofoo = (o35) i.3L \/ _ WEST SIDE PAN Work -sheet for Irregular Channel Project Description Worksheet WEST PAN- 1 Flow Element Irregular Chani Method Manning's Fort Solve For Channel Deptl- Input Data Slope 005000 ft/ft Discharg, 0.57 cfs Options Current Roughness Methc tved Lotter's Method Open Channel Weighting rved Lotter's Method Closed Channel Weightin( Horton's Method Results Mannings Coefficiei 0.015 Water Surface Elev 31.23 ft Elevation Range .02 to 31.64 Flow Area 0.4 ftz Wetted Perimeter 3.79 ft Top Width 3.76 ft Actual Depth 0.21 ft Critical Elevation 31.22 ft Critical Slope 0.007282 ft/ft Velocity 1.51 ft/s Velocity Head 0.04 ft Specific Energy 31.26 ft Froude Number 0.84 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+07 0.015 F Natural Channel Points Station Elevation (ft) (ft) 0+00 31.30 0+03 31.14 0+04 31.02 0+05 31.14 0+07 31.64 f:\projects\islamiccenter\civil\drainage\ispan.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [614o] 07/28/11 03:21:58 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Worksheet WEST PAN- 1 Flow Element Irregular Chani Method Manning's Forr Solve For Channel Deptl- Section Data Mannings Coefficiei 0.015 Slope 0.005000 ft/ft Water Surface Elev 31.23 ft Elevation Range .02 to 31.64 Discharge 0.57 cfs 31.70 - --- - - 31.3 0 31.00- - 0+00 0+01 0+02 0+03 0+04 0+05 0+06 0+07 V:1 _ HA NTS f:\projects\islamiccenter\civil\drainage\ispan.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 (614o] 07/28/11 03:22:20 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 WEST PAN CHASE Worksheet for Rectangular Channel Project Description Worksheet WEST PAN CH/ Flow Element Rectangular Chi Method Manning's Formi Solve For Channel Depth Input Data Mannings Coeffic 0.013 Slope 026300 ft/ft Bottom Width 2.00 ft Discharge 0.57 cfs Results Depth 0.08 ft Flow Area 0.2 ft2 Wetted Perim( 2.17 ft Top Width 2.00 ft Critical Depth 0.14 ft Critical Slope 0.005675 ft/ft Velocity 3.38 ft/s Velocity Head 0.18 ft Specific Enerc 0.26 ft Froude Numb, 2.05 Flow Type Supercritical fA... \civil\drainage\west pan chase.fm2 LANDMARK ENGINEERING LTD. FlowMaster v6.1 [614o] 07/28/11 0327:08 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Rectangular Channel Project Description Worksheet WEST PAN CH/ Flow Element Rectangular Chz Method Manning's Formi Solve For Channel Depth Section Data Mannings Coeffic 0.013 Slope 026300 ft/ft Depth Bottom Widtt Discharge f: \...\civil\drainac 07/28/11 03:27. RATED par,fps,F, m n " OT 13 4M•rv}I dm �. �� Lw L L—TAPE = — — — — —�---�---L --- LAWS %.m',AAW I t8 ow,,.<„��.� LVAN" m..,. ,Esm � LIT a, 1dD M� ---- I L SUMMER STREET (60' R-O-W) Fit I I awm ww w -`-u32 I I � I I PROSPECT ROAD Al m ELF LARRY CARRY GRAPHIC SCALE ,a mT1 INLET I PIPE OUT IBLOPE ATE WICKWOOD ARCHITECTS El Eng� Lu J 2 < ` / do 33 o LL REV MG MG. Trt1t: DEVELOPED DRAINAGE BASIN MAP T;wz numeer. 1Gfflwl iM O.M: FEB. M12 Memib/: BRW simmRI JOG JW sm. Im MG. NO: 1 OF 1 I I I I INAKE MAT ImamoxIop OWNER raw.ao,..,E w aa.. MA L. 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V ApiX0 ET.) 6 NSTA1 E LNESS oMENNR AEXI By TE CITY IF EMT WLNS. LOCKWOOD ARCHITECTS IF W740-I Ju IN e. ..,.....la .amN.mm V JLD J 2 a Q 0 n YO �U jJ i ON LIIII c U IL REVIREVISONDESCLEPTINI DATE ORP. TIRE STORM WATER MANAGEMENT PLAN PI numw lawax NdM Win ER. W12 Lk,vnl.Y'. Bi RoviexepW LEE CNIcLep eY. JDO $axro. I%w DRG.NP. 1 of 1 i Lo � •T.M� as ,E � 000 ST. „a.. a Eg,.<X E.� �Ta�Xa "'°." m�La Kr.O: Lft). d�`.;J _ ��•:i 1-6<:I — —_L-- �Oos smiX:a LOT .r'EEz (7t--aw..u1 I I I LOT e PON I _tart I III I \ -� - T - - SUMMER STREET N, R—O—W) ......_...-- ......._—� LOT 10 Oay. Orv0 PL �L OF II M - _ WEST LAKE STREET �aLb BASIN NORTH HISTORIC DRAINAGE 2.65 ACRES TO NEW R.O.W. �LOT L.I�R BASIN SOUTH 0.42 ACRES TO EX. R.O.W. 5035 5034 p PROSPECT ROAD ftf�itf�f�f y■' L. _ T BB]`, OP, I I T*t�lTk FLOW MRON m m m m BASIN BOUNOMY -- , 5080 - EMSRNG MAJOR CONTOUR -- 5031 — EMSTING MINOR CONTOUR ]'YEMNINTORIC 100-YRARMISTORM 8"IN RUNOFF RUNOFF Xg1M O.Y CfB CF9 A68 NYA GRAPHIC SCALE 30 IRIaT1 1 h�eh � 9t R LOCKWOOD ARCHITECTS Narw BIOIB11m0� Englnaarinq nrvti A o Q 2 ``^�l V Q�U —J \ a N �LL & .c p 16V fEV19p1GEPCNTIM DATE ORO. TITLE HISTORIC DRAINAGE EXHIBIT R,N.., X.Trr, oavwuol Ceb. FEBRUMYM,I Pan W: BRW Rwlw.N h/: Jm LlwJtlhl- JW Bab: Vc �.w1 OF 1